吉列综合办公楼建筑结、构设计（框架）

表4-22梁AB、CD内力组合层数截面

位置内力SGK恒SQK活SWK1风SWK2风SEK1地震SEK2地震1.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4×0.7SQK1.2SGK+1.4SQK→←→←→←→←7层AM-30.50-9.445.19-5.1947.66-47.66-41.96-55.0314.77-78.17-50.43-49.8261.93V17.8413.23-1.591.59-14.5814.5836.0740.087.7936.2337.0539.94B左M35.8210.573.70-3.7034.01-34.0151.6460.9670.153.8358.7257.78V-20.08-13.71-1.591.59-14.5814.58-43.37-39.36-38.46-10.03-40.54-43.29B右M-6.78-2.312.37-2.3721.71-21.71-8.06-14.0314.03-28.31-11.42-11.3749.62V5.651.44-2.632.63-24.1324.135.2811.91-17.7929.269.048.80跨间MAB57.0619.910.75-0.756.83-6.8394.5092.6166.9753.6596.5496.35MBC-4.28-1.440000-6.95-6.95-4.50-4.50-7.19-1.756层AM-47.01-11.999.90-9.9072.93-72.93-59.05-83.9923.40-118.81-75.21-73.20108.31V41.3213.40-3.203.20-23.8523.8562.4470.5019.9666.4768.9168.34B左M47.9112.337.99-7.9960.67-60.6783.1062.96107.82-10.4976.7674.75V-41.70-13.53-3.203.20-23.8523.85-71.12-63.06-66.87-20.36-69.55-68.98B右M-0.56-1.335.06-5.0645.56-45.564.03-8.7243.32-45.52-20.59-2.5376.78V4.511.80-5.635.63-42.6342.630.5914.77-36.7046.437.857.93跨间MAB70.0319.910.96-0.966.13-6.13110.33107.9177.9666.01114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.70

5层AM-46.10-11.5416.08-16.08105.32-105.32-49.60-90.1256.00-149.37-73.54-71.48118.44V41.2213.38-5.405.40-35.5835.5859.5273.138.4377.8168.7668.20B左M47.4812.0014.18-14.1893.92-93.9289.9654.23139.70-43.4475.8673.78V-41.80-13.56-5.405.40-35.5835.58-74.05-60.44-78.41-9.03-69.72-69.14B右M-4.34-1.458.94-8.9459.18-59.184.23-18.3053.14-62.26-7.28-7.2464.33V4.511.80-9.939.93-65.7565.75-4.8320.19-59.2468.987.857.93跨间MAB70.0319.910.95-0.955.70-5.70110.32107.9377.5466.43114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.704层AM-46.10-11.5422.24-22.24134.47-134.47-41.84-97.88121.78-140.44-73.54-71.48133.31V41.2213.38-7.387.38-44.7444.7457.0275.62-0.5086.7468.7668.20B左M47.4812.0019.12-19.12116.14-116.4196.1948.00161.37-65.1075.8673.78V-41.80-13.56-7.387.38-44.7444.74-76.54-57.95-87.34-0.10-69.72-69.14B右M-4.34-1.4512.07-12.0766.20-66.208.17-22.2459.99-69.10-7.28-7.24106.62V4.511.80-13.4113.41-73.5673.56-9.2224.58-66.8576.597.857.93跨间MAB70.0319.911.56-1.569.21-9.21111.09107.1680.9763.01114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.703层AM-16.87-11.3526.06-26.06150.90-150.90-17.09-67.38126.84-167.42-33.90-36.13137.35V41.1613.37-8.888.88-51.2851.2855.0577.43-6.9493.0668.6768.11B左M47.3912.0023.70-23.70136.25-136.25101.8542.13180.89-84.8075.7473.67V-41.86-13.57-8.888.88-51.2851.28-78.52-56.14-93.786.22-69.81-69.23B右M-4.33-1.4614.92-14.9285.79-85.7911.76-25.8379.09-88.20-7.28-7.24115.80V4.711.80-16.5816.58-95.3395.33-12.9728.81-87.9098.008.128.17跨间MAB70.0319.911.18-1.187.33-7.33110.61107.6479.1364.84114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.702层AM-45.95-11.4630.50-30.50164.72-164.72-31.15-108.01114.09-207.11-73.26-71.18136.06V41.2313.37-10.1510.15-54.6754.6753.5379.11-10.1896.4368.7668.19B左M47.2711.9526.36-26.36141.42-141.42104.9938.57185.81-89.9675.5373.45V-41.79-13.75-10.1510.15-54.6754.67-80.26-54.68-97.109.50-69.89-69.40B右M-4.42-1.4616.64-16.6489.33-89.3313.82-28.1182.46-91.73-7.35-7.35129.49V4.511.80-18.4818.48-99.2599.25-15.6030.96-91.90101.647.857.93跨间MAB70.0319.912.07-2.0711.65-11.65111.73106.5183.3560.63114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.701层AM-44.39-11.5033.86-33.86162.83-162.83-25.09-110.42113.63-203.89-71.20-69.37137.53V41.2313.36-11.8311.83-56.8856.8851.4081.22-12.3498.5868.7568.18B左M45.7611.1032.39-32.39155.70-155.70109.7128.09197.99-105.6372.6570.45V-41.80-13.58-11.8311.83-56.8856.88-82.18-52.37-99.1911.73-69.74-69.17B右M-4.78-1.5720.34-20.3497.74-97.7417.91-33.3490.29-100.31-7.99-7.93135.07V4.511.80-22.6022.60-108.60108.60-20.8036.16-101.01110.757.857.93跨间MAB70.0319.910.74-0.743.56-3.56110.06108.1975.4668.52114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.70注：1.弯矩M的量纲为KN·m；剪力V的量纲为KN；梁端剪力以绕杆件顺时针方向旋转为正；2.表中弯矩调幅后跨中弯矩M比调幅前跨中弯矩大，近似取为调幅前跨中弯矩的1.1倍；考虑手算时没有考虑活荷载的最不利布置和跨中弯矩并非跨间最大弯矩，则跨中弯矩也应适当放大，故再乘以一个1.2的系数，即表中调幅后弯矩M为调幅前跨中弯矩乘以1.32.水平荷载作用下不调幅。表4-22A、D柱内力组合层截面内力SGK恒SQKSWK1SWK2SEK1SEK21.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4*0.7SQK1.2SGK+1.4SQK→←→←→←→←7上M55.5515.71-5.675.67-52.0352.0379.3193.606.34107.7990.3988.65107.796.3490.39N151.2743.16-1.591.59-14.5814.58233.90237.91141.35169.78246.51241.95169.78141.35246.51下M37.0310.61-1.421.42-13.0013.0056.0259.5925.4350.7860.3959.2950.7825.4360.39N179.7543.16-1.591.59-14.5814.58268.08272.09166.98195.41284.96276.12195.41166.98284.96V-30.86-8.772.36-2.3621.68-21.68-45.11-51.06-10.58-52.86-50.26-49.316上M32.878.14-9.449.44-67.0867.0837.8161.59-32.1698.7752.3550.8498.77-32.1652.35N341.1789.49-4.794.79-33.4333.43516.13528.20314.73379.18548.28422.69379.18314.73548.28下M34.519.11-4.914.91-34.8634.8646.7059.081.1769.1554.5754.1769.151.1754.57N398.1389.49-4.794.79-33.4333.43584.48596.55329.54394.73625.18603.04394.73329.54625.18V-22.46-5.754.78-4.7833.98-33.98-28.17-40.2210.33-55.93-35.96-35.005上M34.519.11-12.7912.79-81.1381.1336.7869.01-43.94114.2655.5254.17114.26-43.9455.52N530.97129.80-10.1910.19-74.0174.01787.87813.55464.12608.44844.01818.88608.44464.12844.01下M34.519.11-8.248.24-52.3152.3142.5163.27-15.8486.1655.5254.1786.16-15.8455.52N616.41129.80-10.1910.19-74.0174.01890.41916.08541.02685.34959.36921.41685.34541.02959.36V-23.01-6.077.01-7.0144.48-44.48-26.43-44.0919.93-66.81-37.01-36.114上M34.519.11-16.2116.21-95.5895.5832.4373.35-58.03128.3555.5254.17128.35-58.0355.52N720.77179.11-17.5717.57-118.75118.751068.461112.74613.51845.071148.571115.68845.07613.511148.57下M35.779.26-10.8110.81-63.7263.7240.9768.21-25.7798.4957.3655.8998.49-25.7757.36N834.69179.11-17.5717.57-118.75118.751205.171249.44716.04947.601302.361252.38947.60716.041302.36V-23.43-6.129.01-9.0153.10-53.10-24.47-47.1834.75-68.79-37.63-36.683上M32.579.04-17.9117.91-102.56102.5627.9173.04-66.62133.3852.8351.74133.38-66.6252.83N910.51202.47-26.4526.45-170.03170.031314.401381.05774.791076.351427.611376.071076.35774.791427.61下M28.889.08-14.6614.66-83.9283.9227.6364.57-51.74111.9047.8947.37111.90-51.7447.89N1052.90202.47-26.4526.45-170.03170.031485.271551.92872.941204.501619.841546.941204.50872.941619.84V-20.48-6.0410.86-10.8662.16-62.16-18.50-45.8739.46-81.76-33.57-33.032上M34.249.04-18.8818.88-97.2097.2028.6976.27-59.89129.6555.0853.74129.65-59.8955.08N1100.33263.76-36.6036.60-224.70224.701606.621698.85889.911328.071743.931689.661328.07889.911743.93下M38.0110.05-18.8818.88-97.2097.2034.4982.06-56.04133.5061.2859.79133.50-56.0461.28N1271.19263.76-36.6036.60-224.70224.701811.651903.881043.681481.851974.591894.701481.851043.681974.59V-24.08-6.3612.59-12.5964.80-64.80-21.05-52.7738.65-87.71-38.74-37.801上M28.777.60-18.5318.53-82.6782.6720.7567.45-51.29109.9246.2945.16109.92-51.2946.29N1289.31307.06-48.4348.43-281.58281.581873.051995.091024.021573.102041.491977.061573.101024.022041.49下M14.383.80-66.8466.84-298.24298.24-62.17106.26-276.13305.4423.1422.58305.44-276.1323.14N1525.92307.06-48.4348.43-281.58281.582156.982279.021236.961786.052360.912260.991786.051236.962360.91V-8.63-2.2817.07-17.0776.18-76.188.28-34.7465.48-83.07-33.99-13.55注：1.M的量纲为KN·m；N、V的量纲为KN；弯矩和剪力以绕柱端截面顺时针旋转为正，轴力受压为正.桂林理工大学本科毕业设计·论文表4-22B、C柱内力组合层截面内力SGK恒SQKSWK1SWK2SEK1SEK21.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4*0.7SQK1.2SGK+1.4SQK→←→←→←→←7上M-44.54-13.59-7.347.34-67.3367.33-79.82-61.32-111.8519.45-73.4534.42-111.85-111.85-73.45N163.9158.97-1.041.04-9.559.55269.68272.30164.74183.37279.07279.25164.74164.74279.07下M-33.20-9.25-3.563.56-32.7232.72-55.98-47.01-65.94-2.14-53.89-52.79-65.94-65.94-53.89N192.3958.97-1.041.04-9.559.55303.86306.48190.38209.00317.52313.43190.38190.38317.52V25.917.613.63-3.6333.35-33.3545.2536.1159.26-57.7342.4441.756上M-30.74-7.32-12.1412.14-86.2686.26-61.41-30.81-115.0653.14-48.67-47.14-115.06-115.06-48.67N389.04117.94-3.473.47-28.3328.33611.08619.82375.59430.83640.79631.96375.59375.59640.79下M-31.64-8.02-9.939.93-70.5870.58-60.59-35.56-100.9036.73-50.57-49.20-100.90-100.90-50.57N446.00117.94-3.473.47-28.3328.33679.43688.18426.85482.09717.68700.32426.85426.85717.68V20.795.117.36-7.3652.28-52.2840.6622.1171.98-29.9633.0732.105上M-31.64-8.02-17.7917.79-112.91112.91-70.49-25.66-142.1778.00-50.57-49.20-142.17-142.17-50.57N614.27176.91-8.008.00-58.5058.50949.95970.11575.42689.491002.64984.80575.42575.421002.64下M-31.64-8.02-14.5614.56-92.3892.38-66.42-29.73-122.1657.99-50.57-49.20-122.16-122.16-50.57N699.71176.91-8.008.00-58.5058.501052.481072.64652.31766.391117.981087.33652.31652.311117.98V21.095.3510.78-10.7868.43-68.4345.6318.4788.11-45.3333.7132.804上M-31.64-8.02-22.8622.86-134.77134.77-76.88-19.27-163.4999.32-50.57-49.20-163.49-163.49-50.57N839.50235.88-14.0314.03-87.3287.321286.931322.29776.56946.831364.491337.63776.56776.561364.49下M-31.80-8.06-18.7018.70-110.28110.28-71.88-24.75-139.7775.28-50.83-49.44-139.77-139.77-50.83N953.43235.88-14.0314.03-87.3287.321423.651459.00879.101049.371518.291474.35879.10879.101518.29V21.155.3613.85-13.8581.69-81.6949.5814.68101.85-58.2033.8132.883上M-31.35-8.06-27.5527.55-155.74155.74-82.49-13.06-183.69120.00-50.22-48.90-183.69-183.69-50.22N1064.79294.85-21.7321.73-131.37131.371621.881676.64962.911219.081726.421690.54962.91962.911726.42下M-31.37-7.95-22.5422.54-127.43127.43-76.06-19.26-156.0592.43-50.14-48.77-156.05-156.05-50.14N1207.19294.85-21.7321.73-131.37131.371792.761847.521091.071347.241918.661861.421091.071091.071918.66V20.915.3416.70-16.7094.39-94.3952.8610.78113.25-70.8132.4932.572上M-31.37-7.96-29.0429.04-149.54149.54-84.26-11.08-177.62113.99-50.15-48.79-177.62-177.62-50.15N1290.01353.82-30.0630.06-175.95175.951955.952031.701148.681491.782088.262043.361148.681148.682088.26下M-34.31-8.70-29.0429.04-149.54149.54-88.72-15.54-180.60111.01-54.84-53.35-180.60-180.60-54.84N1460.88353.82-30.0630.06-175.95175.952160.992236.741302.461645.562318.932248.401302.461302.462318.93V21.895.5519.36-19.3699.69-99.6957.658.87119.40-75.0034.9934.041上M-26.45-6.71-34.0234.02-153.54153.54-83.062.67-176.53122.88-42.28-41.13-176.53-176.53-42.28N1514.41412.79-40.8340.83-227.67227.672285.962388.851326.751770.702448.992395.201326.751326.752448.99下M-13.22-3.36-40.7040.70-306.16306.16-92.989.58-311.92285.10-21.14-42.17-311.92-311.92-21.14N1713.76412.79-40.8340.83-227.67227.672525.182628.071506.161950.122718.112634.421506.161506.162718.11V7.932.0120.37-20.3791.94-91.9437.71-13.6297.68-81.6012.6812.33注：1.M的量纲为KN·m；N、V的量纲为KN；2.弯矩和剪力以绕柱端截面顺时针旋转为正，轴力受压为正.4.9框架结构梁、柱截面设计4.9.1梁截面设计以下均以第一层框架为例，说明梁截面设计的计算过程。材料强度：梁柱受力钢筋采用HRB400级（）；其他采用HPB300级（）；C35（，）；C30(）。ρmin为最小配筋率，其取值分跨中和支座：C35：跨中：ρmin={0.25%，55ft/fy(%)}max=0.25%支座：ρmin={0.30%，65ft/fy(%)}max=0.30%从表4-21中挑出第一层AB跨梁及BC跨梁跨中和支座截面最不利内力。

⑴梁正截面受弯承载力计算AB跨梁的调幅后的最不利跨中弯矩M=114.05KN·m由于板现浇，考虑到楼板贡献，按T形截面计算。翼缘宽：，，取,因为=1.0×16.7×2100×90×(565-90/2)=1641.28KN·m＞176.54KN·m故属第一类T形截面;实配钢筋222(As=942mm2)，，满足要求。支座弯矩选用内力组合中支座截面的最不利内力，按支座边缘控制截面的弯矩进行配筋计算。MA=203.89KN·mMB=197.99KN·m按矩形截面进行计算;支座A上部：＜又，满足要求。实配钢筋420(As=1256mm2)。支座BL上部：;实配钢筋420(As=1256mm2),，满足要求。框架梁正截面受弯承载力计算和配筋如下表所示：表4-24框架梁正截面配筋计算位置AB、CD梁BC梁支座左跨中支座右支座左跨中支座右7-78.1796.54-70.15-28.31-7.19-28.310.0570.0100.0510.0210.00080.0210.0590.0100.0520.0210.00080.02139747135014138141选配钢筋414316414312212312实配钢筋面积6156036153392263396-118.81114.05-107.82-45.52-6.70-45.520.0870.0120.0790.0330.00070.0330.0910.0120.0820.0340.00070.03461356655222933229选配钢筋416316416312212312实配钢筋面积8046038043392263395-149.37114.05-139.70-62.26-6.70-62.260.1090.0120.1020.0450.00070.0450.1160.0120.1080.0460.00070.04678156672731033310选配钢筋416316416312212312实配钢筋面积8046038043392263394-140.44114.05-161.37-69.10-6.70-69.100.1030.0120.1180.0500.00070.0500.1090.0120.1260.0510.00070.05173356684834333343选配钢筋418316418314212314实配钢筋面积101760310174612264613-167.42114.05-180.89-88.20-6.70-88.200.1220.0120.1320.0640.00050.0640.1310.0120.1420.0660.00070.06688256695644433444选配钢筋418316418314212314实配钢筋面积101760310174612264612-207.11114.05-185.81-91.73-6.70-91.730.1290.0100.1160.0570.00050.0570.1390.0100.1240.0590.00050.059109355097546428464选配钢筋420216420316212316实配钢筋面积125660312566032266031-203.89114.05-197.99-99.19-6.70-99.190.1270.0100.1240.0620.00050.0620.1360.0100.1330.0640.00050.0641069550104650328503选配钢筋420316420316212316实配钢筋面积12566031256603226603经查表得，表中数据都不大于，满足要求。⑵梁斜截面受弯承载力计算（箍筋用HPB300级钢筋，)AB跨梁两端支座剪力值相差较小，为方便计算取两者较大值确定箍筋数量。故截面尺寸满足要求。加密区选择双肢φ8@100（），非加密区选择双肢φ8@200，非加密区配筋率，满足要求。BC跨梁两端支座故截面尺寸满足要求。由于非加密区长度较小，故全跨均按加密取配置选择双肢φ8@100（）。框架梁斜截面受剪承载力计算和配筋如下表4-25所示：表4-25框架梁斜截面配筋计算楼层截面梁端加密区非加密区实配箍筋（）实配箍筋（）7梁AB、CD43.37605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC29.26605.96>V＜02φ8@100（1.01)/6梁AB、CD71.12605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC46.43605.96>V＜02φ8@100（1.01)/5梁AB、CD78.41605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC69.89605.96>V＜02φ8@100（1.01)/4梁AB、CD87.34605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC76.59605.96>V＜02φ8@100（1.01)/3梁AB、CD93.78605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC98.00605.96>V＜02φ8@100（1.01)/2梁AB、CD97.10707.66>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC101.64707.66>V＜02φ8@100（1.01)/1梁AB、CD99.19707.66>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC110.75707.66>V＜02φ8@100（1.01)/4.9.2框架柱配筋计算⑴剪跨比和轴压比验算柱的剪跨比按式，其中取柱上、下端截面弯矩设计值的较大者。柱的剪跨比宜大于2，轴压比不宜大于0.75（二级抗震等级）。由表4-26可见，本设计各柱剪跨比和轴压比均满足要求。表中、和都不考虑承载力抗震调整系数。表4-26框架柱剪跨比和轴压比验算柱号层次(mm)(mm)(N/mm2)(KN﹒m)(KN)(KN)A柱760055014.3107.79284.9652.863.71＞20.06＜0.75660055014.398.77625.1855.933.21＞20.13＜0.75560055014.3114.26959.3666.813.11＞20.20＜0.75460055014.3128.351302.3668.793.39＞20.28＜0.75360055014.3133.381619.8481.762.97＞20.34＜0.75260055016.7133.501974.5987.712.77＞20.36＜0.75170065016.7305.442360.9183.075.66＞20.31＜0.75B柱760055014.3111.85190.3859.263.43＞20.04＜0.75660055014.3115.06717.6871.982.91＞20.15＜0.75560055014.3142.171117.9888.112.93＞20.24＜0.75460055014.3163.491518.29101.852.92＞20.32＜0.75360055014.3183.691918.66113.252.95＞20.41＜0.75260055016.7180.602318.93119.402.75＞20.42＜0.75170065016.7311.922718.1197.684.91＞20.36＜0.75⑵柱正截面受压承载力计算为实现墙柱弱梁的破坏机构，对二级框架，柱端组合弯矩设计值应按进行调整，取为1.5。为了避免柱脚过早屈服，二级框架底层柱下端截面组合的弯矩设计值，应乘以增大系数1.5。抗震设计时，二级框架柱端组合的剪力设计值应按进行调整，取为1.3。设计时应先调整柱端弯矩，再根据调整后的、计算剪力设计值。另外，抗震设计时偏心受压构件的承载力抗震调整系数，对于剪力取0.85；对于轴向压力，当轴压比小于0.15时取0.75，不小于0.15取0.80。以第一层A柱为例说明抗震设计时柱端组合弯矩和组合剪力设计值调整过程。在右震作用下，柱端弯矩组合设计值第一层：柱底柱顶第二层：柱底右震作用下第一层梁柱节点处柱端弯矩和为：查表4-21得由于，则调整柱端弯矩为第2层柱底第1层柱顶由于轴压比大于0.15，取，轴压比小于0.15取，柱端组合弯矩设计值：第2层柱底;第1层柱顶第1层柱底表4-27A柱控制截面内力调整值层次截面7柱顶107.79169.7882.86柱底72.18195.416柱顶43.48379.1861.67柱底90.48394.735柱顶148.50608.44109.93柱底90.26685.344柱顶134.45845.07114.29柱底113.78947.603柱顶154.091076.35141.62柱底153.511204.502柱顶178.661328.07164.63柱底178.911481.851柱顶146.771573.10151.92柱底458.161786.05表4-28B柱控制截面内力调整值层次截面7柱顶-111.85164.74-82.36柱底-67.04190.386柱顶-116.97375.59-100.17柱底-100.06426.855柱顶-141.75575.42-119.72柱底-118.27652.314柱顶-158.29776.56-137.12柱底-139.53879.103柱顶-183.38962.91-156.15柱底-155.761091.972柱顶-177.291148.68-164.66柱底-180.341302.461柱顶-357.011326.75-194.97柱底-467.881506.16取20mm和偏心方向截面最大尺寸的两者中的最大值。柱的计算长度按确定。以第一层A柱为例：⑴按及相应的一组计算。判断是否考虑附加弯矩杆端弯矩比截面回转半径长细比轴压比故不需考虑杆件自身挠曲变形影响，，取判别偏压：取，，，取属于大偏心受压，因计算配筋按构造配筋⑵再按及相应的一组计算。判断是否考虑附加弯矩杆端弯矩比:截面回转半径:长细比:轴压比:故不需考虑杆件自身挠曲变形影响，取判别偏压：，取经过计算得，该组内力下构件截面未达到承载力极限状态，按构造配筋。选配425（）总配筋率表4-29框架柱纵向钢筋计算楼层内力大小偏压实配钢筋面积（mm2）A柱7300020551.61571.610.041821.61大偏压307.23构造配筋425（As=1964mm2）6300020229.22249.220.084499.22大偏压＜0构造配筋425（As=1964mm2）5300020216.68236.680.145486.68大偏压＜0构造配筋425（As=1964mm2）4300020141.88161.880.201411.88大偏压＜0构造配筋425（As=1964mm2）3300020127.93147.930.255397.93大偏压＜0构造配筋425（As=1964mm2）2300020120.73140.730.212390.73大偏压609.71构造配筋425（As=1964mm2）1500023.33256.53276.860.223576.86大偏压239.37构造配筋425（As=1964mm2）B柱7300020587.51607.510.040857.51大偏压336.98构造配筋425（As=1964mm2）6300020274.03294.030.090544.03大偏压44.83构造配筋425（As=1964mm2）5300020217.30237.30.138487.3大偏压＜0构造配筋425（As=1964mm2）4300020180.06200.060.186450.06大偏压＜0构造配筋425（As=1964mm2）3300020167.94187.940.231437.94大偏压＜0构造配筋425（As=1964mm2）2300020138.46158.460.187408.46大偏压511.30构造配筋425（As=1964mm2）1500023.33310.64333.970.198633.97大偏压341.43构造配筋425（As=1964mm2）⑶柱斜截面受压承载力计算见表4-27，第一层A轴柱最大剪力为剪力，对应轴力取，取，取箍筋采用井字复合箍筋，加密区箍筋选用4φ8@100，非加密区为4φ8@200，由《混凝土设计规范》中表11.4.17查得，则最小体积配筋率：，，满足要求。各层柱箍筋计算见下表。表4-30框架柱箍筋计算柱号层次(KN)N实配箍筋加密区非加密区A柱782.861394.25195.411544.40>N<04φ8@100(2.01)4φ8@200(1.01)661.671394.25394.731544.40>N<04φ8@100(2.01)4φ8@200(1.01)5109.931394.25685.341544.40>N<04φ8@100(2.01)4φ8@200(1.01)4114.291394.25947.601544.40>N<04φ8@100(2.01)4φ8@200(1.01)3141.621394.251204.501544.40>N<04φ8@100(2.01)4φ8@200(1.01)2164.631628.251481.851803.60>N<04φ8@100(2.01)4φ8@200(1.01)1151.921899.631786.052454.90>N<04φ8@100(2.01)4φ8@200(1.01)782.361394.25190.381544.40>N<04φ8@100(2.01)4φ8@200(1.01)6100.171394.25426.851544.40>N<04φ8@100(2.01)4φ8@200(1.01)5119.721394.25652.311544.40>N<04φ8@100(2.01)4φ8@200(1.01)4137.121394.25879.101544.40>N<04φ8@100(2.01)4φ8@200(1.01)3156.151394.251091.971544.40>N<04φ8@100(2.01)4φ8@200(1.01)2164.661628.251302.461803.60>N<04φ8@100(2.01)4φ8@200(1.01)1194.971899.631506.162454.90>N<04φ8@100(2.01)4φ8@200(1.01)⑶框架梁柱节点核心区截面抗震验算以第一层框架中节点为例，由节点两侧梁的受弯承载力计算节点核心区的剪力设计值，因节点两侧梁不等高，即本设计为二级抗震等级，按计算节点的剪力设计值，其中为柱的计算高度，取上、下柱反弯点间的距离，由表4-13和表4-21可得（左震）节点核心区剪力设计值按计算，即因，故取,,，则由得满足要求。节点核心区的受剪承载力按计算，其中取二层柱底轴力和二者中的较小值，故取。 节点区配置4φ8@100的箍筋，，节点受剪承载力满足要求。表4-31节点核心区箍筋计算结果柱号层次(KN)N(KN)(KN)实配箍筋边节点747.832725.410.002574<04φ8@100(2.01)675.772725.41195.412574<04φ8@100(2.01)5181.342725.41394.732574<04φ8@100(2.01)4394.342725.41685.342574<04φ8@100(2.01)3410.732725.41947.62574<04φ8@100(2.01)2369.443182.821204.53006<04φ8@100(2.01)1368.764332.181481.853006<04φ8@100(2.01)中节点7272.592725.410.004092<04φ8@100(2.01)6492.652725.41190.382574<04φ8@100(2.01)5624.452725.41426.852574<04φ8@100(2.01)4716.802725.41652.312574<04φ8@100(2.01)3841.862725.41879.12574<04φ8@100(2.01)2868.703182.821091.973006<04φ8@100(2.01)1937.814332.181302.464092<04φ8@100(2.01)5.基础设计5.1基础设计资料本设计根据建筑物规模、功能特点、上部结构型式、荷载的大小和分布以及地基土层分布、土的性质、地下水情况等因素，确定基础结构类型为现浇柱下独立基础，具体设计资料如下：基础结构类型：现浇柱下独立基础基础埋置深度：1.800m5.2工程地质条件：工程地质条件：(1)自然地表1米内为填土，填土下层3米厚为红粘土，再下为砾石层。粘土允许承载力为180kN/m2，砾石层允许承载力为300kN/m2，建筑场地为Ⅱ类，地面粗糙度为C类。(2)地下水位：地表以下2米，水质对混凝土无侵蚀柱截面尺寸：700mm×700mm基础材料：采用C25混凝土,HRB335级钢筋，设混凝土垫层(C25)。5.3基础计算基础面积的计算采用荷载标准组合，基础配筋的计算采用荷载基本组合。5.3.1A柱下独立基础结构计算由框架结构计算结果可得：由A柱传给基础的轴向力由A柱传给基础内力组合标准值：N=2360.91kN，M=23.14kN·m，V=33.99kN5.3.2初步确定基础高度根据埋置深度和构造要求，初步确定H0=800mm5.3.3初步估计所需的基础底面尺寸A0计算修正后的地基承载力特征值fa，先不考虑宽度修正fa=fak+ηbr(b-3)+ηdrm(d-0.5)=180+1.6×20×(1.8-0.5)=221.6kN/m2先按轴心受压基础试算基础面积，基础底面积:A≥NK/(fa-rd)=2360.91/(221.6-20×1.8)=12.72m2考虑荷载偏心，将基底面积扩大1.1～1.4倍，即A0=（1.1～1.4）A=13.99m2～17.81m2取基底边长比b/l=1(b为荷载偏心方向边长)，取l=4.0m,b=4.0m，A0=l×b=l2=16.0m2。需进行宽度修正：fa=fak+ηbr(b-3)+ηdrm(d-0.5)=180+0.3×18×(4-3)+1.6×20×(1.8-0.5)=227.0kN/m2先按轴心受压基础试算基础面积，基础底面积:A≥NK/(fa-rd)=2360.91/(227.0-20×1.8)=12.36m2考虑荷载偏心，将基底面积扩大1.1～1.4倍，即A0=（1.1～1.4）A=13.60m2～17.30m2取基底边长比b/l=1(b为荷载偏心方向边长)，取l=4.0m,b=4.0m，A0=l×b=l2=16.0m2。基础及台阶上的土自重：基底处的抵抗力矩：偏心荷载作用下地基承载力验算 偏心距 ，时，,满足要求。5.3.4基础受冲切承载力验算地基净反力为：基础计算图如下图26所示：（图中尺寸单位为mm）(1)对柱边进行受冲切承载力计算有效高度为：h0=800-40=760mm由图可知，冲切荷载面积（图中阴影部分面积）：,满足规范要求。(2)对变阶处进行受冲切承载力计算有效高度为：h0=400-40=360mm由图可知，冲切荷载面积（图中阴影部分面积）：，满足规范要求。5.3.5基础底板配筋(1)按柱边截面计算a、沿基础长边方向LX,对柱截面Ⅰ-Ⅰ处,基础宽高比为800/400=2＜2.5l=4000,at=600，bt=700,b=4000,A=a×b=4.0×4.0=16.0m2,G=576.0kN；基础底板钢筋面积，则基础长边方向LX采用:16@100，实配面积：2011mm2b、沿基础短边方向LY，对柱截面Ⅱ-Ⅱ处，基础宽高比为800/400=2＜2.5l=4000,at=700，bt=700,b=4000,A=a×b=4.0×4.0=16.0m2,G=576.0kN；基础底板钢筋面积，则基础短边方向LY采用：16@100，实配面积：2011mm2(2)按变阶处截面计算a、沿基础长边方向,对变阶处截面Ⅲ-Ⅲ处,基础宽高比为800/400=2＜2.5l=4000,at=2050，bt=2050,b=4000,A=a×b=4.0×4.0=6.0m2,G=576.0kN；基础底板钢筋面积，则基础长边方向LX采用:12@140，实配面积：808mm2b、沿基础短边方向，对变阶处截面Ⅳ-Ⅳ处，基础宽高比为800/400=2＜2.5l=4000,at=2050，bt=2050,b=4000,A=a×b=4.0×4.0=16.0m2,G=576.0kN；基础底板钢筋面积，则基础短边方向LY采用：12@140，实配面积：808mm2综上可知A柱下独立基础底板配筋为：①沿基础长边方向按柱边处截面计算配筋：16@100，实配面积：2011mm2②沿基础短边方向按柱边处截面计算配筋：16@100，实配面积：2011mm25.4C柱下独立基础结构计算B柱和C柱的间距有2.4m，在设计基础尺寸时，由于两柱间距太小基础发生碰撞，所以采用联合基础。联合基础大样如下图：N=2718.11KN，Fk=2N×1.2=2×2718.11×1.2=6523.46KN5.4.1初步确定基础高度根据埋置深度和构造要求，初步确定H0=800mm5.4.2按中心荷载初步估计所需的基础底面尺寸A计算修正后的地基承载力特征值fa，需进行宽度修正：先按轴心受压基础试算基础面积，基础底面积:5.4.3验算基底压力p根据《地基基础设计规范》第5.2.1条规定，p≤1.2fa,满足要求5.4.4基础受冲切承载力验算1.确定荷载的合力和合力作用点作用在基础顶面的竖向荷载为：由有得以合力作用点作为基底的形心，则基底长度为此时基底压力均匀分布2.确定基础底面宽度取b=4.0m所以，基础底面尺寸为满足设计要求按静定梁计算基础内力基础沿纵向的净反力 由剪力为0的截面确定最大弯矩的截面位置，假定弯矩最大截面至基础左端距离为则，当有最大负弯矩最大正弯矩4.确定基础高度抗冲切强度验算：考虑沿柱全周边的冲切作用<1>、柱1:冲切力 破坏锥体实际底面积：上下周边平均值：由有即解得：则取由即基础高度大于柱距的1/6,因此无需配置受剪钢筋<2>、柱2的计算同柱1<3>、受剪承载力验算：计算截面在冲切破坏锥体底面边缘处：5.配筋计算<1>、纵向钢筋A.底面配筋：每米宽配筋面积配钢筋根数：实际配筋：满足即实配钢筋为B.顶面配筋每米宽配筋面积配<2>、横向配筋基础横向宽度为b，在柱下取一垂直于基础纵向的假想等效梁进行计算。（等效梁宽度沿基础的纵向）A.柱1等效梁宽度为则等效梁底面积为其基底净压力为柱截面弯矩为横向钢筋面积每米宽配筋面积配B.柱2的计算同柱1综合上述计算可知C柱下独立基础底板配筋结果为：①沿基础长边方向应按柱边处截面计算进行配筋:12@150，实配面积：870mm2②沿基础短边方向应按柱边截面计算进行配筋：12@125，实配面积：905mm26.楼梯设计6.1楼梯设计资料采用现浇板式楼梯，楼梯结构平面布置详见建施图。层高3.0m，楼梯踏步面层为瓷砖地面，底面用20mm厚石灰砂浆抹平。踏步尺寸150mm×280mm，采用混凝土强度等级C30，fc=14.3N/mm2,平台梁钢筋采用HRB400级钢筋，斜板、平台板采用HPB300级钢筋。楼梯上均布活荷载标准值qK=2.5KN/m2.6.2楼梯计算6.2.1楼梯板计算板倾斜度,0.881楼梯板厚度应取楼梯板斜长的，所以楼梯板厚h=120mm。取1m宽板带计算（1）荷载计算瓷砖地面（包括水泥粗砂打底）0.55KN/m2×(0.28+0.15)m×=0.84KN/m三角形踏步×25KN/m3×0.28m×0.15m×=1.88KN/m120mm厚现浇钢筋混凝土楼板25KN/m3×0.12m×1m×=3.41KN/m20mm厚板底抹灰17KN/m3×0.02m×1m×=0.39KN/mΣ=6.52kN/m恒载标准值：gk=6.52kN/m活载标准值：qk=1m×2.50kN/m2=2.5kN/m荷载设计值：p=1.2×6.52+1.4×2.50=11.32kN/m2）截面设计板水平计算跨度：ln=2.80m弯矩设计值：(h0=120-20=100mm)选用φ8@120mm,As=419mm2分布筋φ8@200mm，每级踏步下一根，梯段配筋见结构图。6.2.2平台板计算设平台板厚h=80mm，取1m宽板带计算（1）荷载计算瓷砖地面（包括水泥粗砂打底）0.55KN/m20mm厚1：3干硬性水泥砂浆